This document provides an overview of water loss control and effective utility management. It discusses setting strategic planning goals and objectives related to non-revenue water management. These include being financially viable, optimizing resources, providing quality service, prioritizing asset management, reporting key performance indicators, and encouraging team ownership. The document also covers water loss control drivers like drought, public trust, economics, and regulations. States are increasingly requiring water loss reporting and moving away from percentage-based performance targets. Finally, it presents a model for implementing a statewide water loss management program over multiple phases and years to improve data validity and water loss performance.
The document provides details on the design of a sewer system for a housing society located in Jhelum, Pakistan. It includes preliminary investigations of the site, design considerations and criteria, and calculations for pipe sizing and slope between manholes. The design is based on a population forecast of 319 people in the future with an average daily sewage flow of 115 cubic meters and peak flow of 467 cubic meters. Calculations show a 225mm diameter pipe is required between the first two manholes with a slope of 0.0033 to maintain a minimum velocity of 0.7 meters per second.
This document provides information about water loss, its types and effects. It discusses physical and non-physical water losses, techniques for detecting and locating leaks, and methods for preventing and managing water loss. The presentation outline covers water loss, waste of water and prevention, leakages, leak detection, and water management. It defines water loss and its major causes such as poor infrastructure and aging pipes. Non-physical losses include unregistered use and illegal connections. Leakage effects include consumer inconvenience and infrastructure damage. Leak detection techniques discussed include sub-dividing areas, step testing, leak localization using acoustic methods, and sounding surveys. The document also discusses leak location and water loss management methods like pressure management and rehabilitation.
Operation & maintenance aspects of a Water treatment plant.Home
Operation and maintenance of a treatment plant is task. This is done to expand the life time of the treatment plant. So its necessary to keep the water treatment plant with a good look after on the hand of operation and also in maintenance both simultaneously. The given slides show some operation and maintenance processes to carry out a water treatment plant.
Screening is the first step in wastewater treatment and involves removing coarse materials from incoming wastewater using screens with openings to retain suspended solids. Screens come in different sizes and types, and are either manually or mechanically cleaned, with objectives of reducing load on downstream processes and preventing damage to equipment. Hydraulic considerations for screens include adequate flow velocity through the screen and minimizing head loss, while screenings are typically disposed of in landfills.
1. The Public Health Engineering Department in Bihar is installing small water treatment plants to treat groundwater contaminated with fluoride and arsenic. The plants will supply 4000 liters of treated water per day to local communities through stand posts.
2. Key components of the treatment plants include borewells, a treatment building, solar panels, an oxidation chamber, iron removal and fluoride removal filters, an overhead tank, and a distribution system of pipes and stand posts.
3. The water treatment process involves pumping groundwater through an oxidation chamber, iron removal filter, alum dosing, and finally a fluoride removal filter before being stored in an overhead tank and distributed to stand posts.
Hardy cross method of pipe network analysissidrarashiddar
Hardy Cross Method of pipe network analysis has revolutionized the municipal water supply design. i.e., EPANET, a public domain software of water supply, uses the Hardy cross method for pipe network analysis. It is an iterative approach to estimate the flows within the pipe network where inflows (supply) and outflows (demand) with pipe characteristics are known.
This document discusses water distribution systems. It describes the purpose of distribution systems is to deliver water to consumers with appropriate quality, quantity and pressure. There are four main types of distribution network layouts - dead end, radial, grid iron and ring systems. The document also discusses distribution reservoirs, their functions and types. Storage capacity in distribution reservoirs includes balancing storage to equalize demand and breakdown storage for emergencies.
The document provides details on the design of a sewer system for a housing society located in Jhelum, Pakistan. It includes preliminary investigations of the site, design considerations and criteria, and calculations for pipe sizing and slope between manholes. The design is based on a population forecast of 319 people in the future with an average daily sewage flow of 115 cubic meters and peak flow of 467 cubic meters. Calculations show a 225mm diameter pipe is required between the first two manholes with a slope of 0.0033 to maintain a minimum velocity of 0.7 meters per second.
This document provides information about water loss, its types and effects. It discusses physical and non-physical water losses, techniques for detecting and locating leaks, and methods for preventing and managing water loss. The presentation outline covers water loss, waste of water and prevention, leakages, leak detection, and water management. It defines water loss and its major causes such as poor infrastructure and aging pipes. Non-physical losses include unregistered use and illegal connections. Leakage effects include consumer inconvenience and infrastructure damage. Leak detection techniques discussed include sub-dividing areas, step testing, leak localization using acoustic methods, and sounding surveys. The document also discusses leak location and water loss management methods like pressure management and rehabilitation.
Operation & maintenance aspects of a Water treatment plant.Home
Operation and maintenance of a treatment plant is task. This is done to expand the life time of the treatment plant. So its necessary to keep the water treatment plant with a good look after on the hand of operation and also in maintenance both simultaneously. The given slides show some operation and maintenance processes to carry out a water treatment plant.
Screening is the first step in wastewater treatment and involves removing coarse materials from incoming wastewater using screens with openings to retain suspended solids. Screens come in different sizes and types, and are either manually or mechanically cleaned, with objectives of reducing load on downstream processes and preventing damage to equipment. Hydraulic considerations for screens include adequate flow velocity through the screen and minimizing head loss, while screenings are typically disposed of in landfills.
1. The Public Health Engineering Department in Bihar is installing small water treatment plants to treat groundwater contaminated with fluoride and arsenic. The plants will supply 4000 liters of treated water per day to local communities through stand posts.
2. Key components of the treatment plants include borewells, a treatment building, solar panels, an oxidation chamber, iron removal and fluoride removal filters, an overhead tank, and a distribution system of pipes and stand posts.
3. The water treatment process involves pumping groundwater through an oxidation chamber, iron removal filter, alum dosing, and finally a fluoride removal filter before being stored in an overhead tank and distributed to stand posts.
Hardy cross method of pipe network analysissidrarashiddar
Hardy Cross Method of pipe network analysis has revolutionized the municipal water supply design. i.e., EPANET, a public domain software of water supply, uses the Hardy cross method for pipe network analysis. It is an iterative approach to estimate the flows within the pipe network where inflows (supply) and outflows (demand) with pipe characteristics are known.
This document discusses water distribution systems. It describes the purpose of distribution systems is to deliver water to consumers with appropriate quality, quantity and pressure. There are four main types of distribution network layouts - dead end, radial, grid iron and ring systems. The document also discusses distribution reservoirs, their functions and types. Storage capacity in distribution reservoirs includes balancing storage to equalize demand and breakdown storage for emergencies.
This document summarizes uniform flow in open channels. It defines open channels as streams not completely enclosed by boundaries with a free water surface. Open channels can be natural or artificial with regular shapes. Uniform flow occurs when the depth, area, velocity and discharge remain constant in a channel with a constant slope and roughness. The Chezy and Manning formulas are presented to calculate mean flow velocity from hydraulic radius, slope and conveyance factors. Examples are given to solve for velocity, flow rate, and channel slope using the formulas.
The document provides an overview of open channel hydraulics and discharge measuring structures. It discusses:
- Uniform and non-uniform open channel flow conditions, including gradually varied, rapidly varied, subcritical, critical and supercritical flows.
- Basic equations for uniform flow such as the continuity, energy and momentum equations.
- Hydraulic principles and formulas used to design channels and structures, including the Chezy and Manning's equations.
- Characteristics of gradually varied flow and methods for analyzing water surface profiles.
- Phenomena such as flow over a hump, through a contraction, and hydraulic jumps; and equations for analyzing conjugate depths.
Head losses
Major Losses
Minor Losses
Definition • Dimensional Analysis • Types • Darcy Weisbech Equation • Major Losses • Minor Losses • Causes Head Losses
3. • Head loss is loss of energy per unit weight. • Head = Energy of Fluid / Weight • Head losses can be – Kinetic Head – Potential Head – Pressure Head 6/10/2015 4Danial Gondal Head Loss
4. • Kinetic Head – K.H. = kinetic energy / Weight = v² /2g • Potential Head – P.H = Potential Energy / Weight = mgz /mg = z • Pressure Head – P.H = P/ ρ g 6/10/2015 5
5. • (P/ ρ g) + (v² /2g ) + (z) = constant • (FL-2F-1L3LT-2L-1T2) + (L2T-2L1T2)+(L) = constant • (L) + (L) + (L) = constant • As L represent height so it is dimensionally L. 6/10/2015 6 Dimensional Analysis
6. • However the equation (P/ ρ g) + (v² /2g ) + (z) = constant Is valid for Bernoulli's Inviscid flow case. As we are studying viscous flow so (P1/ ρ g) + (v1² /2g ) + (z1) = EGL1(Energy Grade Line At point 1) (P2/ ρ g) + (v2² /2g ) + (z2) = EGL2(Energy Grade Line At point 2) 6/10/2015 7 Head Loss
7. • For Inviscid Flow EGL1 - EGL2= 0 • For Viscous Flow EGL1 - EGL2= Hf 6/10/2015 8 Head Loss
8. MAJOR LOSSES IN PIPES
9. •Friction loss is the loss of energy or “head” that occurs in pipe flow due to viscous effects generated by the surface of the pipe. • Friction Loss is considered as a "major loss" •In mechanical systems such as internal combustion engines, it refers to the power lost overcoming the friction between two moving surfaces. •This energy drop is dependent on the wall shear stress (τ) between the fluid and pipe surface. 6/10/2015 10 Friction Loss
10. •The shear stress of a flow is also dependent on whether the flow is turbulent or laminar. •For turbulent flow, the pressure drop is dependent on the roughness of the surface. •In laminar flow, the roughness effects of the wall are negligible because, in turbulent flow, a thin viscous layer is formed near the pipe surface that causes a loss in energy, while in laminar flow, this viscous layer is non-existent. 6/10/2015 11 Friction Loss
11. Frictional head losses are losses due to shear stress on the pipe walls. The general equation for head loss due to friction is the Darcy-Weisbach equation, which is where f = Darcy-Weisbach friction factor, L = length of pipe, D = pipe diameter, and V = cross sectional average flow velocity.
design and analysis of water distribution SystemMian Umair Afzal
This document provides an overview of water distribution system design and analysis. It discusses the requirements and design phases for water distribution systems, including preliminary studies, demand analysis, and network layout. It also covers topics such as design criteria, pipe sizing, head losses, and hydraulic analysis methods. The key hydraulic analysis method discussed is the Hardy-Cross method, which is an iterative process that balances the head around loops in the pipe network to solve for node pressures and pipe flows.
The document discusses the importance of protected water supply schemes and outlines several key aspects of planning a public water supply system. It notes that water is essential for human existence and outlines the goals of supplying safe, adequate water quantity while encouraging cleanliness. It also discusses water demands, including domestic, industrial, institutional and fire demands. Various factors are considered when assessing water demands such as per capita consumption rates. Water borne diseases caused by bacteria, viruses and protozoa in contaminated water are also summarized.
Open channel flow is the flow of fluid with a free surface, where the free surface is exposed to atmospheric pressure. It occurs due to the force of gravity down a sloped channel bed. Open channel flow can be steady or unsteady, uniform or non-uniform, laminar or turbulent, and subcritical, critical, or supercritical. Non-uniform flow is classified as either rapidly varied flow where depth changes abruptly, or gradually varied flow where changes occur gradually over a long length. Discharge in open channels can be calculated using Chezy's formula, which relates discharge, velocity, hydraulic radius, and channel roughness.
Evaporation can be measured using lysimeters, which are devices that measure actual evapotranspiration from plants and soils. There are two main types of lysimeters - non-weighable lysimeters that measure percolation, and weighable lysimeters that directly measure weight changes. Weighable lysimeters can use mechanical scales, load cells, or hydraulic principles to continuously record the weight of the soil and calculate evapotranspiration from changes in water content over time. Lysimeters provide useful data for measuring actual evaporation and water budgets in agricultural and natural areas.
The document discusses the design of water distribution systems. It states that the design must satisfy water needs and maintain minimum residual pressures. It discusses pressure variations and velocity limits in distribution systems. It introduces the Hazen-Williams equation for calculating head loss in pipes based on flow rate, length, diameter and roughness coefficient. The document outlines Hardy's Cross Method for balancing flows in distribution networks using loop equations. It provides an example of applying the method to calculate pipe diameters and flows in a sample network.
The document discusses different types of water intake structures. Intakes collect water from sources like lakes, rivers, reservoirs and canals. The main types are lake intakes, river intakes, reservoir intakes and canal intakes. Lake intakes use submersible pipes with bell mouths and screens. River intakes have intake towers with penstocks and screens. Reservoir intakes are towers constructed on dam slopes with intake pipes at different levels. Canal intakes are simple structures with intake pipes in chambers with screens. The document provides details on the design and functioning of each type.
Resevoir and Distribution System - Includes Hardy Cross Method and Some Ideas...Sanish Bhochhibhoya
The educational description on reservoir and distribution system and solutions to different numerical problems related to water supply.
Download It for slide show views(Highly Recommended)
This document discusses various techniques for measuring stream flow, which is the volume of water moving through a designated point over time. It describes common methods like the velocity-area method, using a weir, and the bucket method. It also outlines different types of meters that can directly measure flow properties like velocity, including pygmy meters, vortex meters, and current meters. Accurately measuring stream flow is important for applications like flood prediction, assessing water and sediment levels over time, and monitoring long-term climate changes. A combination of techniques may be needed to account for variability in flow across seasons.
Design and Construction of Sewers And Sewer AppurtenancesTulsiram Bhattarai
The document provides information about sewer systems in Nepal. It discusses the historical development of sewage systems in Nepal from the 1920s to present day. It outlines the objectives of understanding sewer types, design criteria, construction, and appurtenances. The document describes various sewer shapes including circular, rectangular, egg-shaped, and others. It covers design criteria such as sewage flow calculations, velocity, gradient, and materials. Common sewer materials like concrete, brick, cast iron are explained. The importance of manholes and other appurtenances for maintenance and inspection is highlighted.
DESIGN OF SOFTWARE BASED WATER DISTRIBUTION SYSTEM FOR A VILLAGEIRJET Journal
This document describes the design of a software-based water distribution system for Ratnappa Kumbhar Nagar, a village in Kolhapur district, Maharashtra, India using WaterGEMS software. Currently, the village receives intermittent water supply from municipal and state sources. The objectives of the study are to assess current water demand, identify deficiencies in the existing system, and design a new system for 24/7 water supply. Data on population, water usage, and infrastructure is collected and analyzed. The new distribution network is designed and modeled in WaterGEMS. The results show improved pressure distribution across the network to meet daily water demand. The proposed new system is expected to provide reliable water supply with sufficient quantity and pressure.
The document provides an overview of a presentation on operation and maintenance of water supply systems. It discusses key issues in water supply O&M globally and locally. It then covers O&M of various components of water supply systems including water resources, conveyance systems, water treatment plants, distribution pipelines, service reservoirs, and quality maintenance. Other topics covered include billing and collection, energy and water audits, leakage control, system management, and public private partnerships.
Reservoir capacity, Reservoir sedimentation and controldeep shah
This document discusses reservoir capacity, sedimentation, and control of sedimentation. It defines a reservoir as an area developed by dam construction. Reservoir capacity depends on inflow and demand, and can be determined using graphical or analytical methods. Sediment carried by rivers is deposited in reservoirs, reducing capacity over time. Sediment includes suspended and bed loads. Causes of sedimentation are soil/vegetation in the catchment area and rainfall intensity. Control methods include selecting sites carefully, check dams, vegetation screens, and removing deposited sediment.
Integrated Water Resources Management (IWRM) considers multiple viewpoints in water management decisions and actions. IWRM principles include social equity, economic efficiency, and environmental sustainability. Proper implementation of IWRM requires political will, stakeholder participation, well-defined legal frameworks, adequate investment, capacity building, and comprehensive monitoring. IWRM aims to balance water resources and needs through coordination of natural systems and human uses.
Introduction to water supply engg. by Prof. D S.Shahdhavalsshah
Introduction to water supply Engineering. Basic definitions in water supply engineering. Importance of water supply engineering.
Financing of water supply schemes. Flow diagram of water supply scheme, layouts of water supply schemes, etc.
This document discusses different types of canal lining materials and their advantages. It states that lining canals reduces water losses through seepage and prevents waterlogging of adjacent lands. It allows for smaller canal dimensions since lined canals have lower resistance to flow. Lining also reduces maintenance needs like silt removal and bank repairs. Common lining materials described include cement concrete, shotcrete, precast concrete, brick and various earth linings. Cement concrete lining provides excellent hydraulic properties but has high costs. Shotcrete and cement mortar linings use large amounts of cement. Brick lining allows for easy repair and is hydraulically efficient. Lining improves water conservation and irrigation capacity but requires heavy initial investment.
At the 37th WEDC conference Dr. Tyhra Kumasi from IRC Ghana presented a framework for water service monitoring. This is based on work as part of the IRC-led Triple-S project.
Changing the narrative: from counting infrastructure to monitoring servicesIRC
1. Current methods of monitoring water infrastructure coverage do not adequately measure actual water services delivered or sustainability over time. Only 30-40% of handpumps in Africa are functional at any given time.
2. The document proposes monitoring water as a service by tracking reliability, affordability, quantity and quality of the water service as well as the service providers and authorities.
3. Monitoring data should be used to inform planning and interventions to support sustainable water services. Uganda has formalized targets and reporting to track progress towards sustainable services.
This document summarizes uniform flow in open channels. It defines open channels as streams not completely enclosed by boundaries with a free water surface. Open channels can be natural or artificial with regular shapes. Uniform flow occurs when the depth, area, velocity and discharge remain constant in a channel with a constant slope and roughness. The Chezy and Manning formulas are presented to calculate mean flow velocity from hydraulic radius, slope and conveyance factors. Examples are given to solve for velocity, flow rate, and channel slope using the formulas.
The document provides an overview of open channel hydraulics and discharge measuring structures. It discusses:
- Uniform and non-uniform open channel flow conditions, including gradually varied, rapidly varied, subcritical, critical and supercritical flows.
- Basic equations for uniform flow such as the continuity, energy and momentum equations.
- Hydraulic principles and formulas used to design channels and structures, including the Chezy and Manning's equations.
- Characteristics of gradually varied flow and methods for analyzing water surface profiles.
- Phenomena such as flow over a hump, through a contraction, and hydraulic jumps; and equations for analyzing conjugate depths.
Head losses
Major Losses
Minor Losses
Definition • Dimensional Analysis • Types • Darcy Weisbech Equation • Major Losses • Minor Losses • Causes Head Losses
3. • Head loss is loss of energy per unit weight. • Head = Energy of Fluid / Weight • Head losses can be – Kinetic Head – Potential Head – Pressure Head 6/10/2015 4Danial Gondal Head Loss
4. • Kinetic Head – K.H. = kinetic energy / Weight = v² /2g • Potential Head – P.H = Potential Energy / Weight = mgz /mg = z • Pressure Head – P.H = P/ ρ g 6/10/2015 5
5. • (P/ ρ g) + (v² /2g ) + (z) = constant • (FL-2F-1L3LT-2L-1T2) + (L2T-2L1T2)+(L) = constant • (L) + (L) + (L) = constant • As L represent height so it is dimensionally L. 6/10/2015 6 Dimensional Analysis
6. • However the equation (P/ ρ g) + (v² /2g ) + (z) = constant Is valid for Bernoulli's Inviscid flow case. As we are studying viscous flow so (P1/ ρ g) + (v1² /2g ) + (z1) = EGL1(Energy Grade Line At point 1) (P2/ ρ g) + (v2² /2g ) + (z2) = EGL2(Energy Grade Line At point 2) 6/10/2015 7 Head Loss
7. • For Inviscid Flow EGL1 - EGL2= 0 • For Viscous Flow EGL1 - EGL2= Hf 6/10/2015 8 Head Loss
8. MAJOR LOSSES IN PIPES
9. •Friction loss is the loss of energy or “head” that occurs in pipe flow due to viscous effects generated by the surface of the pipe. • Friction Loss is considered as a "major loss" •In mechanical systems such as internal combustion engines, it refers to the power lost overcoming the friction between two moving surfaces. •This energy drop is dependent on the wall shear stress (τ) between the fluid and pipe surface. 6/10/2015 10 Friction Loss
10. •The shear stress of a flow is also dependent on whether the flow is turbulent or laminar. •For turbulent flow, the pressure drop is dependent on the roughness of the surface. •In laminar flow, the roughness effects of the wall are negligible because, in turbulent flow, a thin viscous layer is formed near the pipe surface that causes a loss in energy, while in laminar flow, this viscous layer is non-existent. 6/10/2015 11 Friction Loss
11. Frictional head losses are losses due to shear stress on the pipe walls. The general equation for head loss due to friction is the Darcy-Weisbach equation, which is where f = Darcy-Weisbach friction factor, L = length of pipe, D = pipe diameter, and V = cross sectional average flow velocity.
design and analysis of water distribution SystemMian Umair Afzal
This document provides an overview of water distribution system design and analysis. It discusses the requirements and design phases for water distribution systems, including preliminary studies, demand analysis, and network layout. It also covers topics such as design criteria, pipe sizing, head losses, and hydraulic analysis methods. The key hydraulic analysis method discussed is the Hardy-Cross method, which is an iterative process that balances the head around loops in the pipe network to solve for node pressures and pipe flows.
The document discusses the importance of protected water supply schemes and outlines several key aspects of planning a public water supply system. It notes that water is essential for human existence and outlines the goals of supplying safe, adequate water quantity while encouraging cleanliness. It also discusses water demands, including domestic, industrial, institutional and fire demands. Various factors are considered when assessing water demands such as per capita consumption rates. Water borne diseases caused by bacteria, viruses and protozoa in contaminated water are also summarized.
Open channel flow is the flow of fluid with a free surface, where the free surface is exposed to atmospheric pressure. It occurs due to the force of gravity down a sloped channel bed. Open channel flow can be steady or unsteady, uniform or non-uniform, laminar or turbulent, and subcritical, critical, or supercritical. Non-uniform flow is classified as either rapidly varied flow where depth changes abruptly, or gradually varied flow where changes occur gradually over a long length. Discharge in open channels can be calculated using Chezy's formula, which relates discharge, velocity, hydraulic radius, and channel roughness.
Evaporation can be measured using lysimeters, which are devices that measure actual evapotranspiration from plants and soils. There are two main types of lysimeters - non-weighable lysimeters that measure percolation, and weighable lysimeters that directly measure weight changes. Weighable lysimeters can use mechanical scales, load cells, or hydraulic principles to continuously record the weight of the soil and calculate evapotranspiration from changes in water content over time. Lysimeters provide useful data for measuring actual evaporation and water budgets in agricultural and natural areas.
The document discusses the design of water distribution systems. It states that the design must satisfy water needs and maintain minimum residual pressures. It discusses pressure variations and velocity limits in distribution systems. It introduces the Hazen-Williams equation for calculating head loss in pipes based on flow rate, length, diameter and roughness coefficient. The document outlines Hardy's Cross Method for balancing flows in distribution networks using loop equations. It provides an example of applying the method to calculate pipe diameters and flows in a sample network.
The document discusses different types of water intake structures. Intakes collect water from sources like lakes, rivers, reservoirs and canals. The main types are lake intakes, river intakes, reservoir intakes and canal intakes. Lake intakes use submersible pipes with bell mouths and screens. River intakes have intake towers with penstocks and screens. Reservoir intakes are towers constructed on dam slopes with intake pipes at different levels. Canal intakes are simple structures with intake pipes in chambers with screens. The document provides details on the design and functioning of each type.
Resevoir and Distribution System - Includes Hardy Cross Method and Some Ideas...Sanish Bhochhibhoya
The educational description on reservoir and distribution system and solutions to different numerical problems related to water supply.
Download It for slide show views(Highly Recommended)
This document discusses various techniques for measuring stream flow, which is the volume of water moving through a designated point over time. It describes common methods like the velocity-area method, using a weir, and the bucket method. It also outlines different types of meters that can directly measure flow properties like velocity, including pygmy meters, vortex meters, and current meters. Accurately measuring stream flow is important for applications like flood prediction, assessing water and sediment levels over time, and monitoring long-term climate changes. A combination of techniques may be needed to account for variability in flow across seasons.
Design and Construction of Sewers And Sewer AppurtenancesTulsiram Bhattarai
The document provides information about sewer systems in Nepal. It discusses the historical development of sewage systems in Nepal from the 1920s to present day. It outlines the objectives of understanding sewer types, design criteria, construction, and appurtenances. The document describes various sewer shapes including circular, rectangular, egg-shaped, and others. It covers design criteria such as sewage flow calculations, velocity, gradient, and materials. Common sewer materials like concrete, brick, cast iron are explained. The importance of manholes and other appurtenances for maintenance and inspection is highlighted.
DESIGN OF SOFTWARE BASED WATER DISTRIBUTION SYSTEM FOR A VILLAGEIRJET Journal
This document describes the design of a software-based water distribution system for Ratnappa Kumbhar Nagar, a village in Kolhapur district, Maharashtra, India using WaterGEMS software. Currently, the village receives intermittent water supply from municipal and state sources. The objectives of the study are to assess current water demand, identify deficiencies in the existing system, and design a new system for 24/7 water supply. Data on population, water usage, and infrastructure is collected and analyzed. The new distribution network is designed and modeled in WaterGEMS. The results show improved pressure distribution across the network to meet daily water demand. The proposed new system is expected to provide reliable water supply with sufficient quantity and pressure.
The document provides an overview of a presentation on operation and maintenance of water supply systems. It discusses key issues in water supply O&M globally and locally. It then covers O&M of various components of water supply systems including water resources, conveyance systems, water treatment plants, distribution pipelines, service reservoirs, and quality maintenance. Other topics covered include billing and collection, energy and water audits, leakage control, system management, and public private partnerships.
Reservoir capacity, Reservoir sedimentation and controldeep shah
This document discusses reservoir capacity, sedimentation, and control of sedimentation. It defines a reservoir as an area developed by dam construction. Reservoir capacity depends on inflow and demand, and can be determined using graphical or analytical methods. Sediment carried by rivers is deposited in reservoirs, reducing capacity over time. Sediment includes suspended and bed loads. Causes of sedimentation are soil/vegetation in the catchment area and rainfall intensity. Control methods include selecting sites carefully, check dams, vegetation screens, and removing deposited sediment.
Integrated Water Resources Management (IWRM) considers multiple viewpoints in water management decisions and actions. IWRM principles include social equity, economic efficiency, and environmental sustainability. Proper implementation of IWRM requires political will, stakeholder participation, well-defined legal frameworks, adequate investment, capacity building, and comprehensive monitoring. IWRM aims to balance water resources and needs through coordination of natural systems and human uses.
Introduction to water supply engg. by Prof. D S.Shahdhavalsshah
Introduction to water supply Engineering. Basic definitions in water supply engineering. Importance of water supply engineering.
Financing of water supply schemes. Flow diagram of water supply scheme, layouts of water supply schemes, etc.
This document discusses different types of canal lining materials and their advantages. It states that lining canals reduces water losses through seepage and prevents waterlogging of adjacent lands. It allows for smaller canal dimensions since lined canals have lower resistance to flow. Lining also reduces maintenance needs like silt removal and bank repairs. Common lining materials described include cement concrete, shotcrete, precast concrete, brick and various earth linings. Cement concrete lining provides excellent hydraulic properties but has high costs. Shotcrete and cement mortar linings use large amounts of cement. Brick lining allows for easy repair and is hydraulically efficient. Lining improves water conservation and irrigation capacity but requires heavy initial investment.
At the 37th WEDC conference Dr. Tyhra Kumasi from IRC Ghana presented a framework for water service monitoring. This is based on work as part of the IRC-led Triple-S project.
Changing the narrative: from counting infrastructure to monitoring servicesIRC
1. Current methods of monitoring water infrastructure coverage do not adequately measure actual water services delivered or sustainability over time. Only 30-40% of handpumps in Africa are functional at any given time.
2. The document proposes monitoring water as a service by tracking reliability, affordability, quantity and quality of the water service as well as the service providers and authorities.
3. Monitoring data should be used to inform planning and interventions to support sustainable water services. Uganda has formalized targets and reporting to track progress towards sustainable services.
Building New Institutional Capacity in M&E: The Experience of National AIDS C...MEASURE Evaluation
The document discusses capacity building efforts of the National AIDS Coordinating Authority of Nigeria to strengthen monitoring and evaluation systems. It describes how various assessment tools were used to identify gaps and priorities for strengthening data quality, monitoring, and evaluation. Specific interventions included the M&E Strengthening and Sustainability Toolkit, data quality assessments, training, and quarterly mentoring to build capacity at national and regional levels. The efforts helped establish standardized data collection and reporting, improve data quality and use, and create institutional memory to support effective HIV/AIDS programs.
mWater: Using data to improve piped water servicesJohn Feighery
Presentation by Brian Jensen at Colorado WASH Symposium 2020, on the use of the free mWater platform for improving water service delivery. Includes case study from the USAID Haiti Water and Sanitation Project, implemented by Development Alternatives International (DAI) and mWater.
This document describes various quality management system modules provided by AmpleLogic, including CAPA, change control, deviation management, audit management, vendor qualification, and market complaints. For each module, it discusses regulatory requirements, problems with traditional manual systems, and key features of AmpleLogic's computerized solutions. The solutions provide features like electronic records, signatures and audit trails, integration between modules, and automated notifications and reports. AmpleLogic is an established quality management software provider that works with many global pharmaceutical companies.
The document discusses Dominion Resources' customer billing services and their efforts to improve billing processes and reduce exceptions. It outlines Dominion's assets and customer base. It then describes the history of inconsistent billing practices across different regions. The company implemented a Six Sigma approach to define 30 projects aimed at process improvements like eliminating non-value added work. Challenges included lack of IT resources and experience, but strategies like developing tools and audit controls helped overcome these. Metrics improved with reduced backlogs and exceptions, and billing agent numbers decreased. Future focus areas include becoming truly exception-based and further analyzing and controlling work processes.
The document discusses participatory performance monitoring systems (PPMS) for evaluating Andhra Pradesh State Irrigation Development Corporation's (APSIDC) lift irrigation schemes. It outlines the methodology, indicators, and tools that would be used for comprehensive PPMS covering all schemes. Key aspects of monitoring include goal and program assessment, secondary data analysis, learning from past studies, and sample studies of existing schemes. The outcomes of implementing social engineering programs for scheme management are also summarized.
Data & Sustainability: How the Right Data Creates SuccessSightlines
Many sustainability officers are stretched thin by their duties, which includes a heavy workload of measuring and reporting data, both internally and externally. Despite this potential drawback, data is not the enemy of sustainability leaders. In fact, data and sustainability can go hand-in-hand as you build your case and outline opportunities for future improvements.
In this presentation, you'll learn:
- How data can help you overcome industry trends and make a difference on campus
- Ways data can build constituency around sustainability goals
- The value of verified data & peer context
- How reporting burdens can be eased
This document summarizes Canton, MA's asset management project for integrated water resources planning. It discusses why asset management is important, provides background on Canton's infrastructure challenges, and outlines their 5-year project framework. For year 1, it details developing their asset management framework including inventory, risk analysis, and a capital improvement plan. It discusses accomplishments and goals for years 2 and beyond, which include filling data gaps, implementing maintenance management software, and expanding the risk model to facilitate long-term budget planning. The overall goal is to shift to proactive, risk-based asset management integrated across departments to optimize costs and compliance.
A series of modules on project cycle, planning and the logical framework, aimed at team leaders of international NGOs in developing countries.
Part 7 of 11.
There are two handouts to go with this module, Population Indicators, and a Logframe with blanks. http://www.slideshare.net/Makewa/population-indicators-handout and http://www.slideshare.net/Makewa/exercise-watsan-logframe-with-blanks
Promoting harmonized monitoring for the WASH sector : the rural water and san...IRC
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Water Loss Control and Effective Utility Management
1. Water Loss Control in
Effective Utility Management
M. Steve Cavanaugh, Jr., PE
steve.cavanaugh@cavanaughsolutions.com
Feb 22, 2017
2. Be Financially
Viable/Fiscally Prudent
Optimize Financial
Resources for Operational
Support of Existing Assets
from “Source to Tap”
Provide Quality Service
Prioritize Asset
Management to Support
Effective CIP
Report Online, Near
Real-Time KPIs via
Dashboard to Support
Management Decision
Making
Encourage Team
Ownership
Source: Arcadis
Strategic Planning/Core Values include
Relevant Goals and Objectives for NRW Management
3. Quiz
According to the AWWA M36 Water Audit
Method, an acceptable level of Unaccounted For
Water is:
A. 15%
B. 10%
C. 5%
D. 0%
25. 33 States are reviewing their
Water Loss Control reporting
Requirements. Most are
reconsidering failed % based
performance targets
26. No water loss
reporting
Rudimentary
water loss
reporting
AWWA M36
terminology &
metrics
AWWA
M36
software
AWWA M36 software
with validation
(Level 1)
WA
OR
TX
WI
MN
IL IN
WV
MD
PA
NH
TN
GA
FL
CA
NM
MO
KY
VA
NC
SC
NY
OH
ID
NV
UT
AZ
MT
OK
WY
CO
ND
SD
NE
KS
IA
MI
ME
MA
ALMS
AR
LA
AK
HI
DE
NJ
CT
RI
DRBC
27. 27
Phase 1
Establish Annual M36
Water Auditing
Achieve Minimum
Standard of Audit
Reliability
Manage Water Loss
Performance for Long-
Term Reduction
Phase 2 Phase 3
Auditing
Outreach
Training &
Tech Asst
Data
Manage-
ment
Validation
Certification
Benchmarking
Improvement
Statewide Data Validity
Statewide Water Loss
Year 1 Year 2 Year 3 Year 4 Year 5 Year 6 Year 7
Resource Management Grade C Resource Management Grade B Resource Management Grade A
Establish annual M36 Water
Auditing for all utilities
Educate Regulatory
Community on M36 Method
and appropriate use of
performance indicators
Establish Statewide Water
Loss Control Committee
Develop State Manual and
Training Framework
Provide extended, progressive
training to utilities (funded)
Develop and implement data
management system
Establish posting system and
communication protocols
Establish minimum standards of
validation for quality assurance
Determine by Agency or 3rd Party
Establish validation program until
certification program is in place
Design and implement a
Certified Water Audit program
for sustained quality control
Statewide Water Loss Control
Committee provides support
Suite of Performance and
Process Measures
System specific improvement
over time in a cost-effective
manner
No universal targets
Excessive thresholds
established
Annual audit submission
threshold exceedances
System specific progress
review at designated
regulatory touchpoints
Statewide Water Loss Management Program – Model Implementation
28. 28
Phase 1
Establish Annual M36
Water Auditing
Achieve Minimum
Standard of Audit
Reliability
Manage Water Loss
Performance for Long-
Term Reduction
Phase 2 Phase 3
Auditing
Outreach
Training &
Tech Asst
Data
Manage-
ment
Validation
Certification
Benchmarking
Improvement
Statewide Data Validity
Statewide Water Loss
Year 1 Year 2 Year 3 Year 4 Year 5 Year 6 Year 7
Resource Management Grade C Resource Management Grade B Resource Management Grade A
Establish annual M36 Water
Auditing for all utilities
Educate Regulatory
Community on M36 Method
and appropriate use of
performance indicators
Establish Statewide Water
Loss Control Committee
Develop State Manual and
Training Framework
Provide extended, progressive
training to utilities (funded)
Develop and implement data
management system
Establish posting system and
communication protocols
Establish minimum standards of
validation for quality assurance
Determine by Agency or 3rd Party
Establish validation program until
certification program is in place
Design and implement a
Certified Water Audit program
for sustained quality control
Statewide Water Loss Control
Committee provides support
Suite of Performance and
Process Measures
System specific improvement
over time in a cost-effective
manner
No universal targets
Excessive thresholds
established
Annual audit submission
threshold exceedances
System specific progress
review at designated
regulatory touchpoints
Statewide Water Loss Management Program – Model Implementation
30. VALIDATION
LEVEL
DEFINITION
self-reported
• Water audits have not been validated
• Water audit accuracy/reliability is not well understood
1
• Validated water audits have been examined for errors evident in summary
data and application of methodology
• The data validity grades assigned to inputs accurately reflect utility practices
2
• Validated water audits have been corroborated with investigations of raw
data and archived reports of instrument accuracy
• The best sources of data to inform the water audit have been identified
3
• Validated water audits have been bolstered by field tests of instrument
accuracy
• Minimum night flow analysis and/or pilot leak detection supplement the
water audit
31. focus: accurate assignment of data validity grades
correct application of audit methodology
GOALS: confirm interpretation of methodology
identify evident errors
assign correct data validity grades
OUTCOMES: correct data validity grades
recommendations for higher-level validation activity
LIMITATIONS: does not correct errors in raw data
does not study instrument performance
32. 32
Phase 1
Establish Annual M36
Water Auditing
Achieve Minimum
Standard of Audit
Reliability
Manage Water Loss
Performance for Long-
Term Reduction
Phase 2 Phase 3
Auditing
Outreach
Training &
Tech Asst
Data
Manage-
ment
Validation
Certification
Benchmarking
Improvement
Statewide Data Validity
Statewide Water Loss
Year 1 Year 2 Year 3 Year 4 Year 5 Year 6 Year 7
Resource Management Grade C Resource Management Grade B Resource Management Grade A
Establish annual M36 Water
Auditing for all utilities
Educate Regulatory
Community on M36 Method
and appropriate use of
performance indicators
Establish Statewide Water
Loss Control Committee
Develop State Manual and
Training Framework
Provide extended, progressive
training to utilities (funded)
Develop and implement data
management system
Establish posting system and
communication protocols
Establish minimum standards of
validation for quality assurance
Determine by Agency or 3rd Party
Establish validation program until
certification program is in place
Design and implement a
Certified Water Audit program
for sustained quality control
Statewide Water Loss Control
Committee provides support
Suite of Performance and
Process Measures
System specific improvement
over time in a cost-effective
manner
No universal targets
Excessive thresholds
established
Annual audit submission
threshold exceedances
System specific progress
review at designated
regulatory touchpoints
Statewide Water Loss Management Program – Model Implementation
34. Wisconsin Pilot
6 systems, 6 months
Colorado Pilot
50 systems, 3 months
New Mexico Full Scale
134 systems, 11 months
Georgia Full Scale
230 systems, 5 years (and counting)
California Full Scale
460 systems, 2 years
Utah Pilot
20 systems, 6
months
North & South Carolina Pilot
18 systems, 12 months
38. IWA/AWWA Standard Water Balance
Real
Losses
Apparent
Losses
Unbilled
Authorized
Consumption
Billed
Authorized
Consumption
Non-
Revenue
Water
Revenue
Water
Leakage & Overflows at Storage
Billed Unmetered Consumption
Billed Metered Consumption
Billed Water Exported
Leakage on Service Lines
Leakage on Mains
Systematic Data Handling Errors
Customer Metering Inaccuracies
Unauthorized Consumption
Unbilled Unmetered Consumption
Unbilled Metered Consumption
Water
Imported
Own
Sources
Total
System
Input
( allow
for
known
errors )
Water
Losses
Authorized
Consumption
Water
Exported
Water
Supplied
39. Authorized
Consumption
Water
Losses
Real
Losses
Apparent
Losses
Unbilled
Authorized
Consumption
Billed
Authorized
Consumption
Non-
Revenue
Water
Revenue
Water
Leakage & Overflows at Storage
Billed Unmetered Consumption
Billed Metered Consumption
Billed Water Exported
Leakage on Service Lines
Leakage on Mains
Systematic Data Handling Errors
Customer Metering Inaccuracies
Unauthorized Consumption
Unbilled Unmetered Consumption
Unbilled Metered Consumption
Water
Imported
Own
Sources
Total
System
Input
( allow
for
known
errors )
Water
Exported
Water
Supplied
Physical loss - leakage
Cost impacts at ‘wholesale’ rate
Tools for control include leakage and
pressure management
Non-physical / revenue loss - slow meters,
billing issues and theft
Cost impacts at ‘retail’ rate.
Tools for control include data management,
quality control policies/practices, & meter
testing & repair
Fire Dept Usage
Operational Flushing
Tools for control include efficient flushing
practices and awareness campaigns
Management of NRW
40. Audience Poll
According to the AWWA M36 Water Audit
Method, an acceptable level of Unaccounted For
Water is:
A. 15%
B. 10%
C. 5%
D. 0%
41. According to the AWWA Water Audit Method, an
acceptable level of Unaccounted For Water is:
A.15%
B.10%
C.5%
D.0%
Audience Poll
42. 42
0
5
10
15
20
25
30
35
40
45
50
MGD Water Loss as a Percentage of Supply is not an Indicator of Performance
Water Supplied (MGD)
Authorized Consumption (MGD)
Water Loss (MGD)
Development Boom
Great Recession,
Rate Increases,
Conservation
New Normal
46. 46
2003
Inconsistent use and
interpretation
Unreliable indicator of
performance
Fails to segregate loss into
its components for effective
management
52. Four Pillars of Managing Apparent Loss
Unavoidable
Apparent
Losses
Theft
Data
Transfer / Archive
Errors
Data
Billing
Errors
Existing Apparent Losses
Economic Level
As each component receives
more or less attention, the
losses will increase or
decrease
Customer
Meter
Accuracy
Source: AWWA Water Loss Control Committee
53. Cost of Revenue Protection
LOSSES (MG)
UnavoidableApparent
Loss
COST
Economic Level of Loss
Where the total cost is at a minimum
Validated Target Setting
54. Four Pillars of Managing Leakage
Unavoidable
Real Losses
Speed & Quality
of Repairs
Pressure
Management
Maintenance
Rehab
Repair
Existing Real Losses
Economic Level
As each component receives
more or less attention, the
losses will increase or
decrease
Active
Leakage
Control
Source: AWWA Water Loss Control Committee
55. Cost of Leakage Control
LOSSES (MG)
BackgroundLeakage
andReportedBreaks
COST
Economic Level of Loss
Where the total cost is at a minimum
Validated Target Setting
56. Cost of Intervention
NRW (Volume)
COST($M)
Cost of NRW
Total NRW Cost
Reactive Intervention is Over-Spending
Example: fixing only leaks that surface,
replacing meters only when they stop
Economic Optimum NRW
& Intervention
Economic target from
benefit-cost design (M36)
Aggressive Intervention is
Over-Spending
Example: replacement of
pipes and meters before their
optimal useful life
New Supply
New
$M
The GAP
57. 1. Create a water balance: separate Non-Revenue Water
into Unbilled Consumption, Apparent Loss and Real
Loss.
2. Test the validity: Data Validity Score & Metrics
screening, gremlin hunting
3. Analyze the components of Unbilled Consumption,
Apparent Loss and Real Loss. Use volumes & values.
4. Prioritize the components to make a plan of attack.
Basic Concepts
58. 1. Create a water balance: separate Non-Revenue Water
into Unbilled Consumption, Apparent Loss and Real
Loss.
2. Test the validity: Data Validity Score & Metrics
screening, gremlin hunting
3. Analyze the components of Unbilled Consumption,
Apparent Loss and Real Loss. Use volumes & values.
4. Prioritize the components to make a plan of attack.
Basic Concepts
59. AWWA Free Water Audit Software
Functions of the AWWA
Software:
• Complete a water balance
• Document data validity
grades
• Calculate performance
indicators
• Identify areas for
improvement
60. AWWA Free Water Audit Software
VOLUMESDATA
VALIDITY
GRADES
DEFINITIONSCOMMENTS
for each input into the audit software…
61. Data Validity Grades
• qualitative but
specific
• 1 through 10
• capture utility
practices
62. Filling out the Software
1. Gather data and supporting documents
2. Review data for each input:
complete? consistent? accurate?
3. Enter the input.
4. Comment on source of data, quality of data, etc.
5. Select a data validity grade for each input
65. 1. Create a water balance: separate Non-Revenue Water
into Unbilled Consumption, Apparent Loss and Real
Loss.
2. Test the validity: Data Validity Score & Metrics
screening, gremlin hunting
3. Analyze the components of Unbilled Consumption,
Apparent Loss and Real Loss. Use volumes & values.
4. Prioritize the components to make a plan of attack.
Basic Concepts
66. 1. Assemble supporting documents
2. Develop the data inputs
3. Check the metrics
Must-have docs
Good-to-get docs
Build it from supporting docs
Look for gremlins
Inside typical ranges
Metrics versus practices
Sanity check
Validation of Inputs – A Simple Approach
67. 67
Small Water System Technical Assistance –
Finished Water Meter Flow Verification (FWM)
39
7
19
2
11
0
5
10
15
20
25
30
35
40
45
FWM Global Statistics Summary
total # meters
Pass
Fail
Inconclusive
total # meters not tested
18% PASS
49% FAIL
33%
UNTESTABLE
Finished Water Meter Flow Verification
Pass Fail Inconclusive or Untestable
70. Production flow data should
be reviewed every business
day for data gaps
Gaps occur due to:
Unplanned interruption:
lightning strike, power
failure
Planned interruption:
instrumentation calibration
Gaps in water flow data
should be quantified and
added back to the daily total
(Source: AWWA M36 Publication, 4th
8/15/2012,
hrs
High Service
Pumping Rate, mgd
actual flow
High Service
Pumping Rate, mgd
raw recorded data
Hig
Pumpin
adju
0:00 8.69 8.69
1:00 8.65 8.65
2:00 8.32 8.32
3:00 8.11 8.11
4:00 7.94 0
5:00 8.02 0
6:00 8.44 0
7:00 8.98 0
8:00 9.34 0
9:00 9.25 0
10:00 9.17 0
11:00 9.12 9.12
12:00 9.27 9.27
13:00 9.22 9.22
14:00 9.08 9.08
15:00 8.99 8.99
16:00 9.14 9.14
17:00 9.18 9.18
18:00 9.25 9.25
19:00 9.22 9.22
20:00 8.82 8.82
21:00 8.78 8.78
22:00 8.75 8.75
23:00 8.71 8.71
0:00 8.68 8.68
Total 212.43 151.29 2
Average 8.85 6.30
Difference 2.55
Example of Water Pumping Data Gaps and Adjus
71. “Checking the Meter”
Flow Testing vs. Calibration
• Flow (Accuracy) Testing confirms the
accuracy of the primary device – the
element that measures the flow of
water
• Signal Calibration confirms the
functions of the secondary device –
which is a data transfer device,
typically a differential pressure cell,
chart recorder, or similar device
• Many water utilities regularly
calibrate their secondary devices, but
do not regularly verify the primary
device by regular flow accuracy
testing. Thus, inaccuracies can be
carried through to reports
Bank of Differential Pressure Cells connected to
flowmeters
(Courtesy of Louisville Water Company)
Orifice Plate Flowmeter components
(Source: AWWA M36 Publication, 4th
Ed.)
72. Step 3 – Check the Metrics
Metrics versus Practices
Inside the range – are they high, mid, or low?
How does that compare to the water loss management practices?
Apparent Losses: 208.225 MG/Yr
+ Real Losses: 736.495 MG/Yr
= Water Losses: 944.720 MG/Yr
Unavoidable Annual Real Losses (UARL): 83.69 MG/Yr
Annual cost of Apparent Losses: $821,449
Annual cost of Real Losses: $139,934 Valued at Variable Production Cost
Non-revenue water as percent by volume of Water Supplied: 26.0%
Non-revenue water as percent by cost of operating system: 10.4% Real Losses valued at Variable Production Cost
Apparent Losses per service connection per day: 46.78 gallons/connection/day
Real Losses per service connection per day: 165.45 gallons/connection/day
Real Losses per length of main per day*: N/A
Real Losses per service connection per day per psi pressure: 2.55 gallons/connection/day/psi
From Above, Real Losses = Current Annual Real Losses (CARL): 736.49 million gallons/year
8.80
systems with a low service connection density of less than 32 service connections/mile of pipeline
*** YOUR WATER AUDIT DATA VALIDITY SCORE IS: 62 out of 100 ***
Infrastructure Leakage Index (ILI) [CARL/UARL]:
Return to Reporting Worksheet to change this assumpiton
?
?
Typical Ranges*** YOUR WATER AUDIT DATA VALIDITY SCORE IS: 51 out of 100 ***
20 – 200
4 – 40
400 – 4000
2 – 10
73. 1. Create a water balance: separate Non-Revenue Water
into Unbilled Consumption, Apparent Loss and Real
Loss.
2. Test the validity: Data Validity Score & Metrics
screening, gremlin hunting
3. Analyze the components of Unbilled Consumption,
Apparent Loss and Real Loss. Use volumes & values.
4. Prioritize the components to make a plan of attack.
Basic Concepts
76. Customer Meter Accuracy Testing
• Routine or periodic meter accuracy testing will
quantify the accuracy level of the meter population
• Meter testing can be performed by testing
companies or in-house by utilities with a test
bench or portable test equipment
Only skilled personnel should do testing;
meter testing is a precision activity
Make sure procedures are followed – always
test at the low flowrate first
• Set clear meter testing goals, such as:
Test for high bill complaints
Meters serving high water using customers
Test a sample of meters retired from service
Test high through-put meters (longevity)
Test samples of newly purchased meters
Suspect meters
Utility Test Bench for testing water
meters of size less than 3-inch
80. Graphic Courtesy WRF
From a formula. Need
to provide the ICF.
From your repair
records.
• Pressure Management • Pressure Management • Pressure Management
81. The Life of a Leak:
Awareness, Location & Repair Times
This is the basis for Leakage Component Analysis
82. Basic Data Needed for Component Analysis
1. Break type: reported or unreported
2. Main or service
3. Location
4. Line size
5. Date/time the break became known
6. Date/time the break was fixed
7. Storage tank volume (total)
8. Average age of pipe network (approx.)
9. Data from your AWWA water audit
Failure Data
Other Data
83. Real Loss Component Analysis Results
System Component
Background
Leakage
Reported Failures
Unreported Failures
(Hidden Losses)
Total
(MG) (MG) (MG) (MG)
Reservoirs 3 - - 3
Mains and Appurtenances 77 574 - 651
Service Connections 144 11 - 154
Total Annual Real Loss 224 584 - 808
1,612
804
REAL LOSS COMPONENT ANALYSIS RESULTS
Real Losses as Calculated by Water Audit
Hidden Losses/Unreported Leakage Currently Running Undetected
84. Graphic Courtesy WRF
Which Tools to Choose?
Unreported ReportedBackground
• Pressure Management • Pressure Management • Pressure Management
86. Graphic Courtesy WRF
Which Tools to Choose?
Unreported ReportedBackground
• Pressure Management • Pressure Management • Pressure Management
87. 1. Create a water balance: separate Non-Revenue Water
into Unbilled Consumption, Apparent Loss and Real
Loss.
2. Test the validity: Data Validity Score & Metrics
screening, gremlin hunting
3. Analyze the components of Unbilled Consumption,
Apparent Loss and Real Loss. Use volumes & values.
4. Prioritize the components to make a plan of attack.
Basic Concepts
88. The Toolbox (Basic) Helps to Address Level of Cost
1 - Validation of supply & consumption
volumes
Low Data Validity Score,
Gremlins
Low-Mid
2 - Estimating and tracking unmetered
use
Validity, Unmetered Use None-Low
3 - Installing meters on unmetered
connections
Unmetered Use Mid
4 - Billing system audit Systematic Data Handling
Errors
Low-Mid
5 - Meter testing & replacement Customer metering inaccuracy Mid-High
6 - Unidirectional flushing program Unbilled unmetered Low
7 - Acoustic leak survey Unreported leakage Mid
8 - Improve speed/quality of repairs Unreported, Reported leakage Low
9 - Locate & eliminate pressure
transients (surges, hammers)
All 3 types of leakage Low-Mid
10 - Reduce peak and overall pressure All 3 types of leakage Mid-High
89. Water Audit Report for: EXAMPLE - Tallapoosa (1430002)
Reporting Year:
System Attributes:
Apparent Losses: 3.787 MG/Yr
+ Real Losses: 47.362 MG/Yr
= Water Losses: 51.149 MG/Yr
Unavoidable Annual Real Losses (UARL): See limits in definition MG/Yr
Annual cost of Apparent Losses: $18,860
Annual cost of Real Losses: $123,614 Valued at Variable Production Cost
Performance Indicators:
Non-revenue water as percent by volume of Water Supplied: 26.5%
Non-revenue water as percent by cost of operating system: 16.5% Real Losses valued at Variable Production Cost
Apparent Losses per service connection per day: 6.05 gallons/connection/day
Real Losses per service connection per day: 75.66 gallons/connection/day
Real Losses per length of main per day*: N/A
Real Losses per service connection per day per psi pressure: 0.95 gallons/connection/day/psi
From Above, Real Losses = Current Annual Real Losses (CARL): 47.36 million gallons/year
* This performance indicator applies for systems with a low service connection density of less than 32 service connections/mile of pipeline
*** YOUR WATER AUDIT DATA VALIDITY SCORE IS: 69 out of 100 ***
Infrastructure Leakage Index (ILI) [CARL/UARL]:
2014 1/2014 - 12/2014
Return to Reporting Worksheet to change this assumption
?
?
Financial:
Operational Efficiency:
Unreported Reported
Background
90. The Toolbox (Basic) Helps to Address Level of Cost
1 - Validation of supply & consumption
volumes
Low Data Validity Score,
Gremlins
Low-Mid
2 - Estimating and tracking unmetered
use
Validity, Unmetered Use
3 - Installing meters on unmetered
connections
Unmetered Use Mid
4 - Billing system audit Systematic Data Handling
Errors
Low-Mid
5 - Meter testing & replacement Customer metering inaccuracy Mid-High
6 - Unidirectional flushing program Unbilled unmetered Low
7 - Acoustic leak survey Unreported leakage Mid
8 - Improve speed/quality of repairs Unreported, Reported leakage Low
9 - Locate & eliminate pressure
transients (surges, hammers)
All 3 types of leakage Low-Mid
10 - Reduce peak and overall pressure All 3 types of leakage Mid-High
91. Unreported ReportedBackground
Water Audit Report for: #2 - City of Cave Spring (GA 150000)
Reporting Year:
System Attributes:
Apparent Losses: 4.041 MG/Yr
+ Real Losses: 29.998 MG/Yr
= Water Losses: 34.039 MG/Yr
Unavoidable Annual Real Losses (UARL): 28.55 MG/Yr
Annual cost of Apparent Losses: $30,992
Annual cost of Real Losses: $6,476 Valued at Variable Production Cost
Performance Indicators:
Non-revenue water as percent by volume of Water Supplied: 23.8%
Non-revenue water as percent by cost of operating system: 4.8% Real Losses valued at Variable Production Cost
Apparent Losses per service connection per day: 6.91 gallons/connection/day
Real Losses per service connection per day: N/A gallons/connection/day
Real Losses per length of main per day*: 944.67 gallons/mile/day
Real Losses per service connection per day per psi pressure: N/A gallons/connection/day/psi
From Above, Real Losses = Current Annual Real Losses (CARL): 30.00 million gallons/year
1.05
* This performance indicator applies for systems with a low service connection density of less than 32 service connections/mile of pipeline
Infrastructure Leakage Index (ILI) [CARL/UARL]:
2014 1/2014 - 12/2014
Return to Reporting Worksheet to change this assumption
*** YOUR WATER AUDIT DATA VALIDITY SCORE IS: 52 out of 100 ***
?
?
Financial:
Operational Efficiency: